HomeMy WebLinkAboutFOUNDATION CALCS - 21-00717 - Metal Office Building Vet ClinicMetal Building Supplied By:
R&M STEEL COMPANY
20595 Farmway Road
Caldwell, ID 83607
Foundation Design by:
6 pages of Calculations
REXBURG, ID
FOUNDATION CALCULATIONS
50'x100' Metal Building
MVE #210868
IRON ENTERPRISES, LLC -CHR
JUN 21 2021
P R O F E S S I O N A L EN
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L I C E N SE
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ATE O F I D A H OJ
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EDIAH V . L A R S E N
Page:
Job:Date:
Subject:By:
Ground Snow Load psf
Roof Snow Load psf
Roof Live Load psf
Roof Collateral Load psf
Code:
SDS Wind Speed mph
Seismic Design Category Exposure
Site Class Importance Factor
Other Loads:
Soil Bearing psf (assumed)
Frost Depth inches NOTE: DESIGN ALL R&M FOUNDATIONS WITH 24"
FROST DEPTH TO BE ABLE TO USE MONOLITHIC
Notes:AND PERIMETER WALL OPTIONS (PER JIM 9-19-05)
Concrete and Reinforcement:
Concrete Strength
3000 P.S.I. for Foundations
3500 P.S.I. for Slabs
2500 P.S.I. Used for design, no special inspection required.
Rebar - ASTM A615 grade 60
1
MVE #210868 R&M STEEL COMPANY 06/21/21
AS
2018 IBC
30
DESIGN CRITERIA :
35
0.370
C
3
50
Reactions per R&M STEEL COMPANY drawings.
1500
D
105
D
1.0
20
IRON ENTERPRISES, LLC -CHR
Page:
Job:Date:
Subject:By:
PD+L =kips
FH =kips Use inch deep footing
Uplift =kips
Horizontal Force Use rebar hairpins to resist horizontal force.
Top of Pier to Center of Hairpin =in L req'd =ft - reinf. slab (6x6 W1.4xW1.4 min.)
Tensile Strength of Rebar =ksi L req'd =ft - unreinforced slab
Area Required =in^2 Use #hairpin w/foot legs.
Weights Passive Soil Resistance
Weight of Pier =kips Wall Length for Passive Res. =ft
Weight of Soil Above Footing =kips Ftg. Width for Passive Res. =ft
Weight of Spot Footing =kips Passive Earth Pressure =psf/ft
Weight of Continuous Wall =kips Passive Res. (Spot Footing) =kips
Weight of Continuous Ftg. =kips Passive Res. (Wall & Pier) =kips
Weight of Slab inches thick =kips Passive Res. (Cont. Ftg.) =kips
Use Passive Res. to Resist Moment?Total Passive Resistance =kips
Check Soil Bearing Allowable Bearing Pressure =psf
Moment Arm =ft Top of Wall to Grade =in
P (total) =kips OS Conc. to CL A.R. =in
Overturning Moment =kip*ft Pier Width =in
OTM Eccentricity =inches Pier Depth (wall included) =in
Footing Offset =inches Pier Height =in
Offset Resisting Moment =-kip*ft Wall Thickness =in
Passive Resisting Moment =-kip*ft Wall Height =in
Net Eccentricity =inches Footing Width =in
B/6 =inches OK Footing Depth =in
Bearing Pressure, q (max.) =psf OK Offset footing 0 inches.
Uplift
Weight of Footing and Pier =kips Wall Length used for Uplift =ft
Weight of Soil & Slab Above Footing =kips Cont. Ftg. Length for Uplift =ft
Weight of Cont. Wall & Footing =kips
Total =kips Factor of Safety => 1.0 OK
Check Footing Flexure (Reinforcing in Direction of Horizontal Force)
q (min.) =psf Rebar d' =in Options
OS Footing Edge from Wall =ft Rebar d =in #4 bars
q (at face of wall) =psf Rebar fy =psi #5 bars
Moment in Footing (Mu, ULT) =k*ft Concrete f'c =psi #6 bars
As (req'd by calc.) =in^2 ACI 7.12 As (min) =in^2
Opposite Direction Reinforcing Options
#4 bars
Min. Steel Ratio = 0.0018 #5 bars
As per ACI 7.12 #6 bars
Check Footing Shear For Pier Design Nu =kips
Shear in Footing (Vu, ULT) =kips Mu =kip*ft
Required Thickness =in OK Vu =kips
2
MVE #210868 R&M STEEL COMPANY 06/21/21
IRON ENTERPRISES, LLC -CHR AS
Sidewall Footings
4.0
14.5 5.6
24 8.9
0.214 5
(Line 2,3,4,5 / Grids A & D)
21.1
8.9 5.0 ft. x 5.0 ft. x 14
5 2.64 0.00
8
0.73 20
3.38 5
4.23 150
YES 5.26
1500
1.2083 12
26.054 13.5
5.51 2.26
0.00 3.00
0.00 8
6.38 36
2.0 8
10.754 12
5.0 20
0 36
6.02 15
5.35
16.32 4.08
10 16
1252
4.95 15
7.75 2500 4
832 3.5
1.375 10.5 8
0.164 1.512
8
Use (5) #5 bars in direction of horizontal force
and use (5) #5 bars in the opposite direction.
5
4
1137 60000 5
34
11.28 **See pier calculation
on page 3.
17
6.01 14
Page:
Job:Date:
Subject:By:
Input Column Geometry
fc' =psi Bar Size =Total # of Bars
fy =ksi # of Bars b Face Tie Size =
d' =in # of Bars h Face
b =in
h =in Placement of Reinforcement Steel
f =
Loading Edge Layer (d1)
Pux =kips Interor Layer (d2)
Mux =kip-ft Interor Layer (d3)
Vux =kips Edge Layer (d4)
X-AXIS INTERACTION DIAGRAM Typical Member Section
Min. Reinforcing Ratio =
Max. Reinforcing Ratio =
Reinforcing Ratio Provided =
THEREFORE, USE #
VERTICAL BARS IN COLUMN.
Shear Design fVc =fVc/2 =Vu >fVc/2
16 x (longitudal bar diameters)=in s max =Avfy/(0.75√(fc')b)=in
48 x (tie bar diameter)=in s max =Avfy/(50b) =in
Least dimension of column =in s max =d/2 ≤ 24 in =in
USE #TIES AT INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
For X-Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing
2500 4 8
60 3 3
3
MVE #210868 R&M STEEL COMPANY 06/21/21
IRON ENTERPRISES, LLC -CHR AS
Concrete Column Analysis (ACI 318)
17.63 0.60
33.8 10.00 0.40
2.375 3
12
20
0.65 di Ast
17.2 0.00 0.00
14.2 2.38 0.60
1.00%
8.00%
0.67%
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
(8)4
16.978 8.4891
If Vu < fVc/2 then Vertical Spacing of ties
shall not exceed the least of:
If Vu > fVc/2 then vertical spacing of ties
shall not exceed the least of:
3 8.00
8 29.333
18 22
12 8.8125
-200
-100
0
100
200
300
400
500
0 50 100 150
f Pn
x
(
k
)
fMnx (k-ft)
Limits of Interaction Diagram
Design Loads
Max. Allowable Axial Load (k)
b
h
di
Y
X
Page:
Job:Date:
Subject:By:
PD+L =kips
FH =kips Use inch deep footing
Uplift =kips
Horizontal Force Use rebar hairpins to resist horizontal force.
Top of Pier to Center of Hairpin =in L req'd =ft - reinf. slab (6x6 W1.4xW1.4 min.)
Tensile Strength of Rebar =ksi L req'd =ft - unreinforced slab
Area Required =in^2 Use #hairpin w/foot legs.
Weights Passive Soil Resistance
Weight of Pier =kips Wall Length for Passive Res. =ft
Weight of Soil Above Footing =kips Ftg. Width for Passive Res. =ft
Weight of Spot Footing =kips Passive Earth Pressure =psf/ft
Weight of Continuous Wall =kips Passive Res. (Spot Footing) =kips
Weight of Continuous Ftg. =kips Passive Res. (Wall & Pier) =kips
Weight of Slab inches thick =kips Passive Res. (Cont. Ftg.) =kips
Use Passive Res. to Resist Moment?Total Passive Resistance =kips
Check Soil Bearing Allowable Bearing Pressure =psf
Moment Arm =ft Top of Wall to Grade =in
P (total) =kips OS Conc. to CL A.R. =in
Overturning Moment =kip*ft Pier Width =in
OTM Eccentricity =inches Pier Depth (wall included) =in
Footing Offset =inches Pier Height =in
Offset Resisting Moment =-kip*ft Wall Thickness =in
Passive Resisting Moment =-kip*ft Wall Height =in
Net Eccentricity =inches Footing Width =in
B/6 =inches OK Footing Depth =in
Bearing Pressure, q (max.) =psf OK Offset footing 0 inches.
Uplift
Weight of Footing and Pier =kips Wall Length used for Uplift =ft
Weight of Soil & Slab Above Footing =kips Cont. Ftg. Length for Uplift =ft
Weight of Cont. Wall & Footing =kips
Total =kips Factor of Safety => 1.0 OK
Check Footing Flexure (Reinforcing in Direction of Horizontal Force)
q (min.) =psf Rebar d' =in Options
OS Footing Edge from Wall =ft Rebar d =in #4 bars
q (at face of wall) =psf Rebar fy =psi #5 bars
Moment in Footing (Mu, ULT) =k*ft Concrete f'c =psi #6 bars
As (req'd by calc.) =in^2 ACI 7.12 As (min) =in^2
Opposite Direction Reinforcing Options
#4 bars
Min. Steel Ratio = 0.0018 #5 bars
As per ACI 7.12 #6 bars
Check Footing Shear For Pier Design Nu =kips
Shear in Footing (Vu, ULT) =kips Mu =kip*ft
Required Thickness =in OK Vu =kips
4
MVE #210868 R&M STEEL COMPANY 06/21/21
IRON ENTERPRISES, LLC -CHR AS
Endwall Footings
1.9
14.5 1.1
24 1.8
0.043 4
(Line 1,6 / Grids B & C)
9.6
1.8 3.5 ft. x 3.5 ft. x 12
5 1.59 0.00
4
0.36 17
1.59 3.5
1.78 150
NO 3.86
1500
1.2083 12
11.739 5.5
4.64 1.31
0.00 2.55
0.00 8
0.00 36
2.2 8
2.175 12
2.2 10
0 36
3.19 15
5.54
10.87 5.72
7 16
1263
2.14 15
4.70 2500 3
654 3.5
1.292 8.5 5
0.123 0.907
5
Use (5) #4 bars in direction of horizontal force
and use (5) #4 bars in the opposite direction.
3
3
1038 60000 3
15
7.27 **See pier calculation
on page 5.
3
5.81 3
Page:
Job:Date:
Subject:By:
Input Column Geometry
fc' =psi Bar Size =Total # of Bars
fy =ksi # of Bars b Face Tie Size =
d' =in # of Bars h Face
b =in
h =in Placement of Reinforcement Steel
f =
Loading Edge Layer (d1)
Pux =kips Interor Layer (d2)
Mux =kip-ft Interor Layer (d3)
Vux =kips Edge Layer (d4)
X-AXIS INTERACTION DIAGRAM Typical Member Section
Min. Reinforcing Ratio =
Max. Reinforcing Ratio =
Reinforcing Ratio Provided =
THEREFORE, USE #
VERTICAL BARS IN COLUMN.
Shear Design fVc =fVc/2 =Vu <fVc/2
16 x (longitudal bar diameters)=in s max =Avfy/(0.75√(fc')b)=in
48 x (tie bar diameter)=in s max =Avfy/(50b) =in
Least dimension of column =in s max =d/2 ≤ 24 in =in
USE #TIES AT INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER.
For X-Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing
2500 4 4
60 2 3
5
MVE #210868 R&M STEEL COMPANY 06/21/21
IRON ENTERPRISES, LLC -CHR AS
Concrete Column Analysis (ACI 318)
7.63 0.40
15.4 0.00 0.00
2.375 2
12
10
0.65 di Ast
3.5 0.00 0.00
2.9 2.38 0.40
1.00%
8.00%
0.67%
DESIGN LOADS FALL WITHIN THE LIMITS
OF THE INTERACTION DIAGRAM,
(4)4
7.3017 3.6509
If Vu < fVc/2 then Vertical Spacing of ties
shall not exceed the least of:
If Vu > fVc/2 then vertical spacing of ties
shall not exceed the least of:
3 8.00
8 29.333
18 22
10 3.8125
-100
-50
0
50
100
150
200
250
0 5 10 15 20 25
f Pn
x
(
k
)
fMnx (k-ft)
Limits of Interaction Diagram
Design Loads
Max. Allowable Axial Load (k)
b
h
di
Y
X
Page:
Job:Date:
Subject:By:
PD+L =kips
Uplift =kips
Check Soil Bearing
Allowable Pressure =psf Use ft2 x inch deep footing
B req'd =ft reinforced with #4 bars each way.
q =psf OK
Uplift
Design uplift =kips
Slab Thickness =inches Weight of Footing and Soil =kips
Depth to top of Ftg. =inches Weight of Concrete Slab =kips
(EW) OS Conc. to CL Footing =inches Weight of Foundation Wall & Ftg. =kips
(SW) OS Conc. to CL Footing =inches Total =kips
(EW) Length of Wall for Uplift =feet
(SW) Length of Wall for Uplift =feet
Wall Thickness =inches Factor of Safety => 1.0 OK
6
MVE #210868 R&M STEEL COMPANY 06/21/21
IRON ENTERPRISES, LLC -CHR AS
1.57 (3)
925
1.3
5 1.63
Corner Footings
(Line 1 & 6 / Grids A & D)
3.7
1.3
1500 2.0 12
2.92
36 0.82
5.5 1.35
9.5 3.80
5
3
8